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Traffic Impact Analysis

For the Truck Stop Center

In County of San Bernardino

September 29, 2016

Prepared for:

Mr. Ravinder Grewal

Hapy Highway, Inc.

PO Box 729

Baker, California 92309

Prepared by:

2141 W. Orangewood Avenue

Orange, California 92868

Telephone: (714) 573-0317

Job No: JB63072

Proposed Truck Stop Center

County of San Bernardino

ii Traffic Study

Table of Contents

1. INTRODUCTION ................................................................................................................................................ 6

PROJECT LOCATION ................................................................................................................................................... 6

PROJECT DESCRIPTION ................................................................................................................................................ 6

2. PROJECT STUDY METHODOLOGY ............................................................................................................. 9

STUDY TIMEFRAMES ..................................................................................................................................................... 9

PROJECT STUDY AREA ................................................................................................................................................. 9

ANALYSIS METHODOLOGIES ...................................................................................................................................... 10

INTERSECTION LEVEL OF SERVICE ANALYSIS ................................................................................................................ 11

EXISTING YEAR (2016) TRAFFIC COUNT DATA .......................................................................................................... 11

OPENING YEAR (2018) TRAFFIC VOLUMES ................................................................................................................. 11

BUILD OUT YEAR (2040) TRAFFIC VOLUMES .............................................................................................................. 11

3. EXISTING YEAR (2016) CONDITIONS ...................................................................................................... 12

EXISTING CIRCULATION NETWORK .......................................................................................................................... 12

PEAK HOUR INTERSECTION LEVEL OF SERVICE ............................................................................................................ 14

4. CUMULATIVE PROJECT INFORMATION ................................................................................................. 16

5. OPENING YEAR (2018) WITHOUT PROJECT CONDITIONS ............................................................ 21

OPENING YEAR (2018) GROWTH ............................................................................................................................. 21

PEAK-HOUR INTERSECTION LEVEL-OF-SERVICE ........................................................................................................... 21

6. BUILD OUT YEAR (2040) CONDITIONS WITHOUT PROJECT ........................................................ 25

BUILD-OUT GROWTH ............................................................................................................................................... 25

FUTURE IMPROVEMENTS ............................................................................................................................................ 25

PEAK HOUR INTERSECTION LEVEL OF SERVICE ............................................................................................................ 25

7. PROJECT TRIPS ................................................................................................................................................. 29

EXISTING LAND USE TRAFFIC .................................................................................................................................... 29

PROJECT TRIP GENERATION ...................................................................................................................................... 29

EFFECT OF HEAVY VEHICLES ...................................................................................................................................... 30

PROJECT TRIP DISTRIBUTION ..................................................................................................................................... 31

8. OPENING YEAR (2018) CONDITIONS WITH PROJECT ...................................................................... 35

OPENING YEAR (2018) PEAK HOUR INTERSECTION LEVEL OF SERVICE ........................................................................ 35

9. BUILD OUT YEAR (2040) WITH PROJECT CONDITIONS .................................................................. 38

BUILD OUT YEAR (2040) PEAK HOUR INTERSECTION LEVEL OF SERVICE ..................................................................... 38

10. DETERMINATION OF SIGNIFICANT IMPACT ..................................................................................... 41

PROJECT IMPACTS – OPENING YEAR (2018) WITH CUMULATIVE PROJECT, WITH PROJECT ........................................... 41

PROJECT IMPACTS – BUILD OUT YEAR (2040) WITH CUMULATIVE PROJECT, WITH PROJECT ........................................ 42



iii Traffic Study

11. INTERSTATE 15 RAMP INTERSECTION QUEUING ANALYSIS .................................................... 44

OPENING YEAR (2018) QUEUING ANALYSIS .............................................................................................................. 44

BUILD OUT YEAR (2040) QUEUING ANALYSIS ........................................................................................................... 45

12. MITIGATION AND PROJECT RECOMMENDATIONS ........................................................................ 47

13. INTERSTATE 15 RAMPS SIGNAL WARRANT ANALYSIS ................................................................. 48

14. COST ESTIMATES AND COST SHARING .............................................................................................. 49

BUILD OUT YEAR (2040) INTERSECTION IMPROVEMENT COSTS .................................................................................. 49

Interstate 15 Westbound/Eastbound Ramps at Afton Road .................................................................................... 49

14. PROJECT ACCESS AND INTERNAL CIRCULATION .......................................................................... 51

15. CONCLUSIONS ............................................................................................................................................... 52

List of Figures

FIGURE 1.1 - VICINITY MAP 7

FIGURE 1.2 - PROJECT SITE PLAN 8

FIGURE 3.1 - EXISTING YEAR (2016) LANE GEOMETRIES AND INTERSECTION CONTROLS 13

FIGURE 3.2 - EXISTING YEAR (2016) TRAFFIC VOLUMES – FRIDAY/SUNDAY PEAK HOURS 15

FIGURE 4.1 – CUMULATIVE PROJECT LOCATION 18

FIGURE 4.2 – CUMULATIVE PROJECT INBOUND/OUTBOUND TRIP DISTRIBUTION 19

FIGURE 4.3 – CUMULATIVE PROJECT TRIPS 20

FIGURE 5.1 – OPENING YEAR (2018) WITHOUT CUMULATIVE PROJECT WITHOUT PROJECT TRAFFIC

VOLUMES – FRIDAY/SUNDAY PEAK HOURS 23 FIGURE 5.2 – OPENING YEAR (2018) WITH CUMULATIVE PROJECT WITHOUT PROJECT TRAFFIC

VOLUMES – FRIDAY/SUNDAY PEAK HOURS 24 FIGURE 6.1 – BUILD OUT YEAR (2040) WITHOUT CUMULATIVE PROJECTS, WITHOUT PROJECT TRAFFIC

VOLUMES – FRIDAY/SUNDAY PEAK HOURS 27

FIGURE 6.2 – BUILD OUT YEAR (2040) WITH CUMULATIVE PROJECT, WITHOUT PROJECT TRAFFIC


FIGURE 7.1 - AUTO TRAFFIC TRIP DISTRIBUTION – FRIDAY/SUNDAY PEAK HOURS 32

FIGURE 7.2 - TRUCK TRAFFIC TRIP DISTRIBUTION – FRIDAY/SUNDAY PEAK HOURS 33

FIGURE 7.3 – PROJECT TRIPS DURING FRIDAY/SUNDAY PEAK HOURS 34 FIGURE 8.1- OPENING YEAR (2018) CONDITIONS WITHOUT CUMULATIVE PROJECT, WITH PROJECT

TRAFFIC VOLUMES – FRIDAY/SUNDAY PEAK HOURS 36 FIGURE 8.2- OPENING YEAR (2018) CONDITIONS WITH CUMULATIVE PROJECT, WITH PROJECT TRAFFIC


FIGURE 9.1 – BUILD OUT YEAR (2040) WITHOUT CUMULATIVE PROJECT, WITH PROJECT TRAFFIC

VOLUMES FRIDAY/SUNDAY PEAK HOURS 39 FIGURE 9.2 - BUILD OUT YEAR (2040) WITH CUMULATIVE PROJECT, WITH PROJECT TRAFFIC VOLUMES –

FRIDAY/SUNDAY PEAK HOURS 40



iv Traffic Study

Tables

TABLE 2.1 LEVEL OF SERVICE DEFINITIONS 10

TABLE 3.1 - FRIDAY/SUNDAY PEAK HOUR INTERSECTION PERFORMANCE EXISTING YEAR (2016)

CONDITIONS 14

TABLE 4.1 - CUMULATIVE PROJECT INFORMATION 16

TABLE 4.2 - CUMULATIVE PROJECT TRIP GENERATION 16

TABLE 4.3 - CUMULATIVE PROJECT TRIP GENERATION 17 TABLE 5.1 - FRIDAY/SUNDAY PEAK HOUR INTERSECTION PERFORMANCE OPENING YEAR (2018)

CONDITIONS WITHOUT CUMULATIVE PROJECT, WITHOUT PROJECT 21

TABLE 6.1 - FRIDAY/SUNDAY PEAK HOUR INTERSECTION PERFORMANCE 25

BUILD OUT YEAR (2040) WITHOUT CUMULATIVE PROJECT, WITHOUT PROJECT CONDITIONS 25

TABLE 6.2 - FRIDAY/SUNDAY PEAK HOUR INTERSECTION PERFORMANCE 26

BUILD OUT YEAR (2040) WITH CUMULATIVE PROJECT, WITHOUT PROJECT CONDITIONS 26

TABLE 7.1 - PROJECT TRIP GENERATION RATES 30

TABLE 7.2 -TRIP GENERATION RATES – ADJUSTMENT TO PCE’S 30

TABLE 7.3 - PROJECT TRIP GENERATION 30

TABLE 8.1 – FRIDAY/SUNDAY PEAK HOUR INTERSECTION PERFORMANCE 35

OPENING YEAR (2018) WITHOUT CUMULATIVE PROJECT, WITH PROJECT CONDITIONS 35

TABLE 8.2 – FRIDAY/SUNDAY PEAK HOUR INTERSECTION PERFORMANCE 35

OPENING YEAR (2018) WITH CUMULATIVE PROJECT, WITH PROJECT CONDITIONS 35

TABLE 9.1 – FRIDAY/SUNDAY PEAK HOUR INTERSECTION PERFORMANCE BUILD OUT YEAR (2040)

WITHOUT CUMULATIVE PROJECT, WITH PROJECT CONDITIONS 38 TABLE 9.2 – FRIDAY/SUNDAY PEAK HOUR INTERSECTION PERFORMANCE BUILD OUT YEAR (2040)

WITH CUMULATIVE PROJECT, WITH PROJECT CONDITIONS 38 TABLE 10.1 - LEVEL OF SERVICE ANALYSIS /DETERMINATION OF IMPACTS FOR OPENING YEAR (2018)

CONDITIONS 42

TABLE 10.2 - LEVEL OF SERVICE ANALYSIS /DETERMINATION OF IMPACTS FOR BUILD OUT YEAR (2040)

CONDITIONS 43

TABLE 11.1 – OPENING YEAR (2018) QUEUE ANALYSIS WITHOUT PROJECT 45

TABLE 11.2 – OPENING YEAR (2018) QUEUE ANALYSIS WITH PROJECT 45

TABLE 11.3 - BUILD OUT YEAR (2040) QUEUE ANALYSIS WITHOUT PROJECT 46

TABLE 11.4 – BUILD OUT YEAR (2040) QUEUE ANALYSIS WITH PROJECT 46

TABLE 12.1 - LEVEL-OF-SERVICE ANALYSIS OF MITIGATION FOR OPENING YEAR (2018) CONDITIONS 47

TABLE 12.2 - LEVEL-OF-SERVICE ANALYSIS OF MITIGATION FOR BUILD OUT YEAR (2040) CONDITIONS47

TABLE 13.1 – 1NTERSTATE 15 RAMPS SIGNAL WARRANT RESULTS 48

TABLE 14.1 – BUILD OUT YEAR (2040) FAIR SHARE COST – SIGNALIZED INTERSECTIONS 49

SUNDAY PEAK HOUR (WORST CASE SCENARIO) 49

TABLE 14.2 – BUILD OUT YEAR (2040) FAIR SHARE COST – ROUNDABOUTS 50

Appendices

Appendix A - Traffic Count Data (August 2016)

Appendix B - Intersection Level of Service Worksheets Existing Conditions (2016)

Appendix C - Cumulative Project Information

Appendix D - Intersection Level of Service Worksheets Opening Year (2018) Conditions



v Traffic Study

Appendix E - Intersection Level of Service Worksheets Build Out Year (2040) Conditions

Appendix F - Trip Generation Data

Appendix G - Queuing Analysis

Appendix H - Mitigation Measures for Opening Year (2018) and Build Out Year (2040) Project Conditions

Appendix I - Traffic Signal Warrant Worksheets



6 Traffic Study

1. Introduction

Hapy Highway, Inc. is providing engineering services for a property on the west side of Afton Road,

southeast of the Interstate 15 Freeway in the unincorporated community of Baker within the County of

San Bernardino. The project address is 45101 Afton Road, San Bernardino County, CA. The proposed

truck stop will include an auto repair shop with two bays, an auto fuel canopy with 12 fueling stations,

and a truck fueling canopy with 8 stations. The project is expected to open in 2018.

The appendices of this report contain background materials for this study. These materials include

manual traffic counts, analysis worksheets and other details.

Project Location

The project is located on the west side of Afton Road, southeast of the Interstate 15 Freeway in the

County of San Bernardino. The following intersections within the project vicinity could be affected by

the project:

• Interstate 15 Westbound Ramps

• Interstate 15 Eastbound Ramps

• Project Driveway #1

• Project Driveway #2

The study intersections are shown in Figure 1.1.

Project Description

The proposed project will add a one story truck stop building (7,000 square feet) for retail services to

include an office, fast food restaurant and a retail/lounge area, a one story auto repair building with two

bays (2,950 square feet), an auto fuel canopy with 12 fueling stations (5,376 square feet), and a truck

fueling canopy with 8 fueling stations (1,800 square feet). The project will connect to the surrounding

street system at two access points, both of which are along Afton Road. The project will supply 111

total parking spaces for those utilizing the project facilities. 108 of these parking spaces are regular

parking spaces, while the remaining 8 spaces are for trucks. The project site plan is shown in Figure 1.2.

Figure 1.1

Vicinity MapCounty of San Bernardino

Traffic Impact Analysis for the Truck Stop Center in San Bernardino County

Traffic Impact Analysis for the Truck Stop Center in San Bernardino County Figure 1.2

Project Site PlanCounty of San Bernardino



9 Traffic Study

2. Project Study Methodology

This chapter documents the methodologies and assumptions used to conduct the traffic impact analysis

for this proposed project. This section contains the following background information:

Study timeframes

Study area description

County analysis methodologies

Study Timeframes

This report presents an analysis of the intersection operating conditions during the peak periods, which

were selected in consultation with County staff for the following anticipated timeframes:

Existing Year (2016)

Opening Year (2018)

Build Out Year (2040)

The County selected the following peak periods for analysis:

Weekday Friday (peak hour between 12:00 PM and 3:00 PM)

Weekend Sunday (peak hour between 2:00PM and 5:00PM)

These peak hours correspond to peak hour traffic coming to/from the Los Angeles region and Las

Vegas, Nevada. For the timeframes chosen, the following scenarios will be studied during each peak

hour period:

Existing Year (2016) Conditions

Project Opening Year (2018) with Ambient Traffic

Project Opening Year (2018) with Ambient Traffic and Proposed Project

Project Opening Year (2018) with Ambient Traffic, Cumulative Traffic, and Proposed Project

Project Opening Year (2018) with Ambient Traffic, Cumulative Traffic, and Proposed Project with

Mitigation (if necessary)

Build Out Year (2040) with Ambient Traffic

Build Out Year (2040) with Ambient Traffic and Proposed Project

Build Out Year (2040) with Ambient Traffic, Cumulative Traffic, and Proposed Project

Build Out Year (2040) with Ambient Traffic, Cumulative Traffic, and Proposed Project with Mitigation (if

necessary)

Project Study Area

The study area intersections were determined through consultation with various County of San

Bernardino Department staff and in compliance with the San Bernardino Associated Governments

(SANBAG) Congestion Management Plan (CMP). The study area consists of the following intersections:

Project Study Methodology



10 Traffic Study

Interstate 15 Westbound Ramps

Interstate 15 Eastbound Ramps

Proposed Project Driveway #1 (along Afton Road)

Proposed Project Driveway #2 (along Afton Road)

Analysis Methodologies

This section presents a brief overview of traffic analysis methodologies and concepts used in this study.

These methodologies are found in the Highway Capacity Manual (HCM), a federally supported standard

for analysis of transportation performance. Intersection operating conditions are typically described in

terms of “level of service.” Level of service is a report-card scale used to indicate the quality of traffic

flow on roadway segments and at intersections. Level of service (LOS) ranges from Level of Service A

(free flow, little congestion) to Level of Service F (forced flow, extreme congestion).

Level of Service for signalized intersections is based upon the average time (seconds) that vehicles

approaching an intersection are delayed. There is a specific delay and level of service associated with

each approach and an overall average delay for all movements. The overall level of service for the

intersection is based upon the average control delay per vehicle. For this project, there are no signalized

intersections to be analyzed.

Unsignalized intersection level of service is also based upon the control delay, but delay is only assessed

for those traffic movements that are stopped or must yield to through traffic. Some movements,

including cross traffic on the minor street or left turns onto the major street, can be subject to long

delays, however through traffic and right turns from the major street will not experience any delays at

stopped intersections. When delay for cross traffic is severe (Level of Service F) the intersection should

be evaluated further for possible improvement with traffic signals. In some cases, this analysis determines

that the delay is being experienced by a very low number of vehicles and traffic signals are not

warranted. In other cases when the number of stopped vehicles is substantial and traffic signals may be

justified as a mitigation measure, additional analysis is required to determine the need and justification

for the installation of a traffic signal.

Table 1 shows the relationship between level of service and the performance measures for signalized

and unsignalized intersections and lists the HCM delay criteria for signalized intersections.

Table 2.1

Level of Service Definitions

Level of Service Signalized Intersection

Control Delay (in sec/veh)

Unsignalized Intersection

Control Delay (in sec/veh)

A 0 – 10 0 – 10

B 10.1 – 20 10.1 – 15

C 20.1 – 35 15.1 – 25

D 35.1 – 55 25.1 – 35

E 55.1 – 80 35.1 – 50

F 80.1 or more* 50.1 or more*

* When delay becomes excessively high, delay would be shown as >120.0

Project Study Methodology



11 Traffic Study

The County of San Bernardino has identified Level of Service D as the minimum allowable service level

during peak hours. Mitigation measures should be considered when traffic conditions are forecasted to

decline to poorer levels of service.

Intersection Level of Service Analysis

The analysis of peak hour intersection conditions was conducted using the PTV Vistro® software

program developed by the PTV Group. PTV Vistro utilizes HCM 2010 for Intersection Capacity and

LOS Calculation within the comprehensive traffic engineering and transportation planning analysis tool.

In addition, peak hour factors were applied to all of the volumes to analyze the peak hour. Traffic

volumes may fluctuate from minute to minute within the peak periods, so a peak hour factor increases

the hourly volume to simulate the higher 15-minute peak period for the entire peak period. The default

HCM peak hour factor of 0.95 was applied to all movements for the Opening Year (2018) and Build

Out Year (2040) analysis. The actual peak hour factors for each approach as shown in the traffic count

data was used for the Existing Year (2016).

Existing Year (2016) Traffic Count Data

Existing weekday evening and weekend peak hour traffic counts were collected for this traffic study in

August 2016. These peak-hour traffic volumes reflect typical Friday evening and Sunday afternoon

operations during current 2016 conditions. All traffic count data used in this study is compiled in

Appendix A.

Opening Year (2018) Traffic Volumes

The Opening Year (2018) was selected for analysis since it corresponds to the projected project

completion date. Peak hour intersection volumes under near-term conditions were forecast based on

existing peak hour intersection volumes and adjusted by a compounded growth rate of 2% per year

(4.04%) to reflect anticipated growth in the County. One cumulative development project was added

on top of this background base.

Build Out Year (2040) Traffic Volumes

There is no regional travel forecast model for this study area. Based upon discussion with the County, a

compounded growth rate of 2% per year (57.7% total) between the Existing Year (2016) and Build Out

Year (2040) was assumed. In addition, cumulative project traffic that may be developed in the next 5-10

years was also assumed to generate buildout traffic volumes to be conservative.



12 Traffic Study

3. Existing Year (2016) Conditions

This section documents the existing traffic conditions within the study area. The discussion presented

here is limited to specific roadways in the project’s vicinity.

Existing Circulation Network

Streets in the site vicinity that could be affected by the proposed project include Afton Road,

Arrowhead Trail, 20866 County Road, and Interstate 15.

Figure 2.1 shows the existing roadway classifications/circulation network and intersection

configurations/control in the project vicinity.

Afton Road is a two-lane roadway running on a north/south alignment located adjacent to and east of the

project site. The roadway provides one travel lane in each direction and is mostly divided by double

yellow centerlines. It does, however, turn into a dirt road (unpaved) near the project site. From edge of

pavement to edge of pavement, Afton Road is roughly 28 feet wide. Near the project site, there are no

signals or stop signs that control traffic along Afton Road. Additionally, there are no posted speed limit

signs along the roadway near the project site. Both Project Driveways, #1 and #2, are located along

Afton Road.

Arrowhead Trail is a two-lane roadway running on an east/west alignment located north of the project

site. Arrowhead Trail, about 32 feet in width, is an unmarked roadway that provides one travel lane in

each direction. There is no posted speed limit along the roadway. Arrowhead Trail is currently stop

controlled at the intersection with Afton Road.

20866 County Road is a two-lane arterial roadway running on an east/west alignment located just north

of the project site. The roadway provides one travel lane in each. The roadway begins at a T-

intersection with Afton Road in the east, where it is stop controlled, and continues westward. The

roadway is about 30 feet wide, and no speed limit signage is present near the project site along this

roadway.

Interstate 15 is a four lane interstate highway running east and west. Two travel lanes are provided for

each direction. The directional traffic is separated by 85 feet of median. Each lane is about 12 feet wide,

therefore accounting for 48 feet of width for the four total travel lanes.


LEGEND

Project Site

Study Intersection

Unsignalized Intersection

Lane Geometry

Stop Control

#

U

1

U U U U

2 3 4

Figure 3.1

Existing Year (2016) Lane Geometries and Intersection ControlsCounty of San Bernardino

3

4

1

2




14 Traffic Study

Peak Hour Intersection Level of Service

Figure 3.2 illustrates the existing peak hour traffic volumes during the Friday PM peak hour, as well as

the Sunday PM peak hour volumes. Table 3.1 summarizes the results of the level of service analysis for

the existing conditions.

The study area was observed during both peak hours. The indicated Levels of Service shown in Table

3.1 are representative of observed traffic conditions in the study area. The existing traffic condition

counts were recently conducted in August of 2016.

Table 3.1 - Friday/Sunday Peak Hour Intersection Performance


# Intersection Friday Peak Hour Sunday Peak Hour

Delay1 (s) LOS Delay1 (s) LOS

1 Interstate 15 Westbound Ramps 9.33 A 9.92 A

2 Interstate 15 Eastbound Ramps 9.19 A 10.44 B

3 Proposed Project Driveway #1 8.55 A 8.57 A


Note 1: Delay for unsignalized intersection taken to be delay of poorest movement.

As shown in Table 3.1, all of the intersections are forecast to operate at Level of Service D or better

during the Friday and Sunday peak hours.

Appendix B contains the analysis worksheets for Existing Year (2016) Conditions.


Existing Year (2016) Traffic Volumes - Friday/Sunday Peak HoursCounty of San Bernardino

3

4

1

2

LEGEND

Project Site

Study Intersection

Friday(Sunday) Peak

Hour Volumes

XX(XX)

#



16 Traffic Study

4. Cumulative Project Information

Future traffic increases can also be forecast by considering additional traffic that may be generated by

other developments that have been approved in the area. There is one project near the site that will

add cumulative traffic to the intersections analyzed in the study as shown in Table 4.1. The project sites

are shown on Figure 4.1.

Table 4.1 - Cumulative Project Information

Land Use Size

Apartment 5 Dwelling Units

Fast Food Restaurant with

Drive Thru Window 3,600 TSF

Fast Food Drive In Stalls 10 Stalls

Gasoline/Service Station with

Convenience Market - Trucks 6 Fueling Positions

Gasoline/Service Station with

Convenience Market - Cars 24 Fueling Positions

Alternative Fuel Station 15 Charging Stations

The trips generated by cumulative projects are applied in the Opening Year (2018) and Build Out Year

(2040) scenarios. The trip generation rates are shown in Table 4.2. The trip distribution and project-

related traffic volumes for each cumulative project is shown in Appendix C.

Table 4.2 - Cumulative Project Trip Generation

Land Use Units Daily Friday Peak Hour Sunday Peak Hour

Total In Out Total In Out

Apartments DU 6.65 0.51 0.10 0.41 1.02 0.40 0.62

Fast-Food Restaurant with

Drive Through Window TSF 496.12 47.30 24.60 22.70 107.66 34.92 72.74

Fast Food Drive In Stalls ST 60.00 6.00 3.00 3.00 9.00 3.00 6.00

Gasoline Service Station

with Convenience Market FP 162.78 13.57 6.79 6.78 20.36 6.79 13.57

Alternative Fuel Station CS 20.00 2.00 1.00 1.00 3.00 1.00 2.00

The trips generated by the cumulative project was applied in the Opening Year (2018) and Build Out

Year (2040) scenarios. The resultant traffic generation, based upon the trip generation rates shown in

Table 4.2, is shown in Table 4.3. The cumulative project trip distribution is shown in Figure 4.2, and the

project trips are shown in Figure 4.3.

Cumulative Project Information



17 Traffic Study

Table 4.3 - Cumulative Project Trip Generation

Land Use Daily Friday Peak Hour Sunday Peak Hour


Apartments 33 3 1 2 3 2 1

Fast-Food Restaurant with

Drive Through Window 1,786 171 89 82 262 126 136

Fast Food Drive In Stalls 600 60 30 30 60 30 30

Gasoline Service Station with

Convenience Market - Trucks 977 82 41 41 82 41 41

Gasoline Service Station with

Convenience Market - Cars 3,907 326 163 163 326 163 163

Alternative Fuel Station 300 30 15 15 30 15 15

TOTAL TRIPS 7603 672 339 333 763 377 386


3

4

1

2

Figure 4.1

Cumulative Project LocationCounty of San Bernardino

LEGEND

Project Site

Study Intersection

Cumulative Project

Locations

#


3

4

1

2

Figure 4.2

Cumulative Project Inbound/Outbound Trip DistributionCounty of San Bernardino

LEGEND

Project Site

Study Intersection

Cumulative Project

Locations

Outbound Trip

Distribution

Inbound Trip

Distribution

#

xx%

xx%

50%

50%

50%

50%

1

2

3

4

1

2

LEGEND

Project Site

Study Intersection

Cumulative Project

Location

#

Figure 4.3

Cumulative Project Trip DistributionCounty of San Bernardino




21 Traffic Study

5. Opening Year (2018) Without Project Conditions

This section develops near term traffic conditions in the study area with ambient growth but without

the proposed project forecast traffic. 2018 is selected as the opening year to coincide with the

completion of the project.

Opening Year (2018) Growth

Based on discussions with San Bernardino County staff, it has been established that ambient traffic in the

study area has historically increased at a rate of about 2% per year compounded. Future increases in

the background traffic volumes due to local and regional growth are expected to continue at this rate in

the vicinity of the project. The existing 2016 traffic volumes were adjusted upward by a compounded

growth rate of 2.02% per year (4.04%) to reflect area-wide growth.

Peak-Hour Intersection Level-of-Service

To forecast the Opening Year (2018) Growth Conditions, the peak hour volumes in Figure 3.2 were

increased by a compounded growth rate of 2.02% per year (4.04%). Figure 5.1 illustrates the Friday and

Sunday peak hour volumes. Table 5.1 summarizes the results of the LOS analysis for this scenario. The

LOS worksheets are provided in Appendix D.


Opening Year (2018) Conditions Without Cumulative Project, Without Project


Delay (s) LOS Delay (s) LOS

1 Interstate 15 Westbound Ramps 9.23 A 9.74 A





As shown in Table 5.1, all study intersections are forecasted to operate at Level of Service D or better.

Table 5.2 and Figure 5.2 show Opening Year (2018) Conditions with the cumulative project data

included.

Opening Year (2018) without Project Conditions



22 Traffic Study


Opening Year (2018) Conditions with Cumulative Project, without Project



1 Interstate 15 Westbound Ramps 14.65 B 17.05 C

2 Interstate 15 Eastbound Ramps 15.40 C 26.99 D




Table 5.2 shows that all intersections operate at an acceptable level of service.


Opening Year (2018) without CP without Project Traffic Volumes - Friday/Sunday Peak HrsCounty of San Bernardino

3

4

1

2

LEGEND

Project Site

Study Intersection

Friday(Sunday) Peak

Hour Volumes

XX(XX)

#


Opening Year (2018) with CP without Project Traffic Volumes - Friday/Sunday Peak HrsCounty of San Bernardino

3

4

1

2

LEGEND

Project Site

Study Intersection

Friday(Sunday) Peak

Hour Volumes

XX(XX)

#



25 Traffic Study

6. Build Out Year (2040) Conditions Without Project

This section documents expected Build Out Year (2040) traffic conditions in the study. The Build Out

Year (2040) is the year of completion of all land uses designated on the County’s and nearby

jurisdictions’ general plans. Typically a forecast year of 2040 is used to designate the build-out year for

planning purposes.

Build-out Growth

There is no regional travel forecast model for this study area so a 2% compounded growth rate (57.7%)

plus cumulative project traffic was assumed to generate Build Out Year (2040) traffic volumes to be

conservative. The forecasted volumes are shown in Figure 6.1.

Future Improvements

Although it is likely that many improvements to the area roadways would be constructed by private

developments that abut the frontages to General Plan roadways, the San Bernardino County Congestion

Management Program (CMP) guidelines generally do not allow a traffic impact study to assume that any

non-committed or undisclosed improvements or roadway widening are constructed for the purpose of

assessing preliminary impacts. Therefore, only existing or committed highway geometries are assumed

for the Build Out Year (2040).

Peak Hour Intersection Level of Service

Figure 6.1 illustrates the Friday and Sunday peak hour volumes without additional volumes. Table 6.1

summarizes the results of the LOS analysis for the General Plan Build-out scenario for traffic volumes

and existing geometrics. The LOS worksheets are provided in Appendix E.


Build Out Year (2040) Without Cumulative Project, Without Project Conditions



1 Interstate 15 Westbound Ramps 9.35 A 10.19 B





As shown in Table 6.1, all intersections and on/off ramps operate at acceptable levels of service or have

Build Out Year (2040) Conditions without Project



26 Traffic Study

adequate average delays. No mitigation is necessary at this point and time.

Similarly, Figure 6.2 and Table 6.2 show the Build Out Year (2040) peak hour volumes with the inclusion

of the cumulative project trips, but without the project trips. This table shows an unacceptable level of

service at the Interstate 15 Eastbound Ramps during the Sunday peak hour.


Build Out Year (2040) With Cumulative Project, Without Project Conditions



1 Interstate 15 Westbound Ramps 15.07 C 18.32 C

2 Interstate 15 Eastbound Ramps 15.63 C 39.37 E





Build Out Year (2040) without CP without Project Traffic Volumes - Friday/Sunday Peak HrsCounty of San Bernardino

3

4

1

2

LEGEND

Project Site

Study Intersection

Friday(Sunday) Peak

Hour Volumes

XX(XX)

#


Build Out Year (2040) with CP without Project Traffic Volumes - Friday/Sunday Peak HrsCounty of San Bernardino

3

4

1

2

LEGEND

Project Site

Study Intersection

Friday(Sunday) Peak

Hour Volumes

XX(XX)

#



29 Traffic Study

7. Project Trips

Project-related traffic consists of trips on any portion of the street system that will begin or end on the

project site as a result of the development of the proposed project. Project-related traffic is a function

of the extent and type of development proposed for the site. This information is used to establish

traffic generation for the site.

The current site has no existing infrastructure. Everything included within the project will be new and

will be the only infrastructure at the site. The project will add a one story truck stop building (7,000

square feet) for retail services to include an office, fast food restaurant and a retail/lounge area, a one

story auto repair building with two bays (2,950 square feet), an auto fuel canopy with 12 fueling stations

(5,376 square feet), and a truck fueling canopy with 8 fueling stations (1,800 square feet).

Existing Land Use Traffic

There is no existing development at the site, and therefore the site does not contribute to the existing

traffic conditions.

Project Trip Generation

Trip generation is a measure or forecast of the number of trips that will be made to or from the project.

It is generally equal to the traffic volume expected at the project entrances.

Trip generation characteristics for projects are normally estimated based on rates published in Trip

Generation, 9th Edition, published by the Institute of Transportation Engineers (ITE). This document is

widely used in Southern California and indicates the probable traffic generation rates for various land

uses based upon studies of existing developments in comparable settings throughout the nation. ITE

does not have published rates for truck stop facilities. The primary function of a truck stop is to provide

fueling for truckers. In order to come up with a trip generation for the proposed project, three similar

sites were surveyed and data was collected. The three sites are the following:

1. Flying J Travel Plaza: 2611 Fisher Boulevard, Barstow, CA 92311

2. Pilot Travel Center: 2591 Commerce Parkway, Barstow, CA 92311

3. Pilot Travel Center: 8701 US Hwy 395, Oak Hills, CA

Truck AADT (Annual Average Daily Traffic) volumes on adjacent streets were also obtained from

Caltrans. KOA Corporation evaluated the data collected and the truck AADT volumes and estimated

the percentage of vehicle and truck traffic that was captured per each surveyed site. (http://traffic-

counts.dot.ca.gov/2006truck.xls)

The resultant traffic generation for the site based upon the surveyed sites is shown in Table 7.1. This

shows the trip generation rates for the site, for all vehicles classes.

Project Trips

Proposed Truck Stop Center County of San Bernardino

30 Traffic Study

Table 7.1 - Project Trip Generation Rates

Vehicle Type Friday Peak Hour Sunday Peak Hour


Autos 0.40 0.19 0.21 0.70 0.33 0.37

Trucks (2-axle) 0.03 0.01 0.02 0.04 0.02 0.02

Trucks (3-axle) 0.02 0.01 0.01 0.02 0.01 0.01

Trucks (4-axle +) 0.47 0.22 0.25 0.38 0.19 0.19

Trucks (Total) 0.53 0.25 0.28 0.45 0.23 0.22

Total Site 0.93 0.44 0.49 1.14 0.55 0.59

Effect of Heavy Vehicles

The traffic impacts of heavy trucks at intersections are normally addressed by converting heavy vehicles into “passenger car equivalents’ (PCE’s). It was assumed that the percentage of trucks in the mix is as follows: 19% 2-axle trucks, 5% 3-axle trucks, and 76% 4-5 axle trucks. Also, studies have indicated that each truck has a similar traffic impact that ranges between 1.5 to 3 passenger vehicles at intersections. The truck percentages listed above and a PCE factor of 3.0 for 4-5 axle trucks, 2.0 for 3 -axle trucks, and 1.5 for 2-axle trucks was applied to the to the rates listed in Table 6. The results are indicated in Table 7.3.

Table 7.2 -Trip Generation Rates – Adjustment to PCE’s PCE Factors

2-axle Trucks (19% X 1.5) 3-axle Trucks (5% X 2.0) 4-axle Trucks (76% X 3.0)

Table 7.3 summarizes the traffic generation expected from project, based on the generation rates shown in Table 7.1 with the PCE factors applied from Table 7.2. The trip information used to obtain the trip generation for the proposed facility can be found in Appendix F.

Project Trips

Proposed Truck Stop Center County of San Bernardino

31 Traffic Study

Table 7.3 - Project Trip Generation

Vehicle Type Friday Peak Hour Sunday Peak Hour


Autos 49 24 25 86 40 46

Trucks (2-axle) 6 3 3 10 5 5

Trucks (3-axle) 6 4 2 4 2 2

Trucks (4-axle +) 177 84 93 141 72 69

Trucks (Total) 189 91 98 155 79 76

TOTAL SITE 238 115 123 240 119 122

DAILY 2400

The project will generate a total of 2,400 daily trips, including 238 trips during the Friday peak hour and 240 trips during the Sunday peak hour.

Project Trip Distribution

Trip distribution is the process of identifying the probable destinations, directions or traffic routes that will be utilized by project traffic. The potential interaction between the proposed land use and surrounding regional access routes are considered to identify the route where the project traffic will distribute. The anticipated trip distributions for the proposed development are presented on Figures 7.1. Figure 7.1 indicate the proportion of project auto traffic that will use the street segments and turning movements indicated during Friday and Sunday. Figure 7.2 indicates the proportion of project truck traffic that will use the street segments and turning movements indicated during Friday and Sunday. The truck trip distribution reflects the heavy traffic peaks on I-15 freeway. It is based upon the relative existing traffic volumes on Afton Road and Interstate 15 interchange. Additionally, Figure 7.3 shows the trips associated with the development of the project.

3

4

1

2

Figure 7.1

Auto Traffic Trip Distribution - Friday/Sunday Peak HoursCounty of San Bernardino

LEGEND

Project Site

Study Intersection

Friday(Sunday)

Outbound Trip

Distribution

Friday(Sunday)

Inbound Trip

Distribution

#

xx%(xx%)

xx%(xx%)

20%(80

%)

80%(20%) 3

80%(20

%)80%(20%)

1

2


3

4

1

2

Figure 7.2

Truck Traffic Trip Distribution - Friday/Sunday Peak HoursCounty of San Bernardino

LEGEND

Project Site

Study Intersection

Outbound Trip

Distribution

Inbound Trip

Distribution

#xx%

xx%

50%

50% 3

50%

50%

1

2



Project Trips During Friday/Sunday Peak HoursCounty of San Bernardino

3

4

1

2

LEGEND

Project Site

Study Intersection

Friday(Sunday) Peak

Hour Volumes

XX(XX)

#



35 Traffic Study

8. Opening Year (2018) Conditions with Project

This section documents the expected effect of project traffic upon near-term conditions in the study

area, with the addition of the proposed development to the surrounding street system.

Opening Year (2018) Peak Hour Intersection Level of Service

The Opening Year (2018) with Project traffic volumes were derived by adding the project trips shown in

Figures 8.1 and 8.2 to the Opening Year (2018) traffic volumes. Figure 8.1 does not include Cumulative

Project traffic volumes, while Figure 8.2 does include such volumes. Tables 8.1 and 8.2 summarize the

results of the Level of Service analysis for the respective Opening Year (2018) conditions.

Table 8.1 – Friday/Sunday Peak Hour Intersection Performance

Opening Year (2018) Without Cumulative Project, With Project Conditions




2 Interstate 15 Eastbound Ramps 10.32 B 12.06 B




While this scenario is intact, all intersections and on/off ramps display acceptable delays and levels of

service.


Opening Year (2018) With Cumulative Project, With Project Conditions



1 Interstate 15 Westbound Ramps 16.09 C 33.52 D

2 Interstate 15 Eastbound Ramps 19.69 C 68.27 F




Once the cumulative project trips are added, the delay for the Interstate 15 Eastbound Ramps creates

an unacceptable level of service. Mitigation will have to be conducted for this scenario (discussed in

Chapter 11).


Opening Year (2018) Conditions w/o CP, w/ Project Traffic Volumes - Friday/Sunday Peak HrsCounty of San Bernardino

3

4

1

2

LEGEND

Project Site

Study Intersection

Friday(Sunday) Peak

Hour Volumes

XX(XX)

#


Opening Year (2018) Conditions w/ CP, w/ Project Traffic Volumes - Friday/Sunday Peak HrsCounty of San Bernardino

3

4

1

2

LEGEND

Project Site

Study Intersection

Friday(Sunday) Peak

Hour Volumes

XX(XX)

#



38 Traffic Study

9. Build Out Year (2040) with Project Conditions

This section documents the expected effect of project traffic upon build-out year conditions in the study

area. The Build Out Year (2040) is the year of completion of all land uses designated on the County’s

and nearby jurisdictions’ general plans. The year 2040 is used to designate the County’s Build Out Year

for planning purposes.

Build Out Year (2040) Peak Hour Intersection Level of Service

The Build Out Year (2040) traffic volumes were derived by adding the project trips shown in Figures 9.1

and 9.2 to the Build Out Year (2040) traffic volumes. Figure 9.1 does not include cumulative volumes,

while Figure 9.2 does. Tables 9.1 and 9.2 display the corresponding results.


Build Out Year (2040) Without Cumulative Project, With Project Conditions




2 Interstate 15 Eastbound Ramps 10.40 B 13.31 B




As shown in Table 9.1, all intersections still operate at acceptable average delays and levels of service.

No issues need to be addressed through the mitigation process.


Build Out Year (2040) With Cumulative Project, With Project Conditions



1 Interstate 15 Westbound Ramps 16.63 C 40.39 E

2 Interstate 15 Eastbound Ramps 20.12 C 129.22 F




The addition of cumulative project trips to the Sunday Peak Hour creates high levels of service at the

westbound and eastbound ramps of Interstate 15 near the project site. This will be addressed in

Chapter 11.


Build Out Year (2040) without CP with Project Traffic Volumes - Friday/Sunday Peak HrsCounty of San Bernardino

3

4

1

2

LEGEND

Project Site

Study Intersection

Friday(Sunday) Peak

Hour Volumes

XX(XX)

#


Build Out Year (2040) with CP with Project Traffic Volumes - Friday/Sunday Peak HrsCounty of San Bernardino

3

4

1

2

LEGEND

Project Site

Study Intersection

Friday(Sunday) Peak

Hour Volumes

XX(XX)

#



41 Traffic Study

10. Determination of Significant Impact

Traffic impacts are identified if the proposed project will result in a significant change in traffic conditions

on a roadway or intersection. A significant impact is normally defined when project related traffic would

cause level of service to deteriorate to below the minimum acceptable level by a measurable amount. A

cumulative impact may also be significant if the location is forecast to fill below the minimum acceptable

level due to cumulative traffic and project related traffic causes a further decline.

Level of Service (LOS) C is identified as the minimum allowable “Standard” service level during peak

hours for intersections within unincorporated areas in County of San Bernardino and an average delay

less than 45 seconds for the I-15 ramps. Mitigation measures should be considered when traffic

conditions are forecasted to decline to poorer levels of service.

Unsignalized intersections are considered to be impacted if the level of service is poor, traffic signals are

warranted, and delay is increased significantly. If signals are not warranted, mitigation measures other

than signalization may be considered to improve stop control operation.

Project Impacts – Opening Year (2018) with Cumulative Project, with Project

Table 10.1 displays a comparison of Opening Year (2018) study scenarios. Traffic impacts created by

the project can be calculated by comparing the “Without Project” scenarios to “With Project”

scenarios, with the Cumulative Project trips.

As shown in the Table 10.1 below, the project will contribute to a cumulative impact during the

Friday and/or Sunday peak hour at the following study intersection:

Interstate 15 Eastbound Ramps at Afton Road (Sunday Peak Hour)

Determination of Significant Impacts



42 Traffic Study

Table 10.1 - Level of Service Analysis /Determination of Impacts

for Opening Year (2018) Conditions

# Increase? Impact Increase? Impact

1 9.23 A 9.7 A 0.47 NO 14.65 B 16.09 C 1.44 NO

2 9.09 A 10.32 B 1.23 NO 15.4 C 19.69 C 4.29 NO

3 8.54 A 9.55 A 1.01 NO 8.54 A 9.55 A 1.01 NO

4 8.54 A 8.69 A 0.15 NO 8.54 A 8.69 A 0.15 NO

1 9.74 A 12.84 B 3.1 NO 17.05 C 33.52 D 16.47 NO

2 10.03 B 12.06 B 2.03 NO 26.99 D 68.27 F 41.28 YES

3 8.54 A 9.56 A 1.02 NO 8.54 A 9.56 A 1.02 NO

4 8.54 A 8.69 A 0.15 NO 8.54 A 8.69 A 0.15 YES


Proposed Project Driveway #1


Opening Year with

CP with P



IntersectionOpening Year without

CP without P

Opening Year

without CP with P

Opening Year with

CP without P




Friday Peak Hour (Delay/Level of Service)

Sunday Peak Hour (Delay/Level of Service)

Project Impacts – Build Out Year (2040) with Cumulative Project, with Project

Table 10.2 shows a comparison of the build-out study scenarios. Traffic impacts created by the project

in the build-out year can be calculated by comparing the “Without Project” scenarios to the “With

Project” scenarios, pending the inclusion of Cumulative Project trips.

As shown in the Table 10.2 below, the project will contribute to a cumulative impact during the

Sunday peak hour at the following study intersections:

Interstate 15 Westbound Ramps at Afton Road

Interstate 15 Eastbound Ramps at Afton Road

Determination of Significant Impacts



43 Traffic Study

Table 10.2 - Level of Service Analysis /Determination of Impacts

for Build Out Year (2040) Conditions

# Increase? Impact Increase? Impact

1 9.35 A 9.85 A 0.5 NO 15.07 C 16.63 C 1.56 NO

2 9.15 A 10.4 B 1.25 NO 15.63 C 20.12 C 4.49 NO

3 8.55 A 9.57 A 1.02 NO 8.55 A 9.57 A 1.02 NO

4 8.55 A 8.71 A 0.16 NO 8.55 A 8.71 A 0.16 NO

1 10.19 B 13.81 B 3.62 NO 18.32 C 40.39 E 22.07 YES

2 10.76 B 13.31 B 2.55 NO 39.37 E 129.22 F 89.85 YES

3 8.56 A 9.58 A 1.02 NO 8.56 A 9.58 A 1.02 NO

4 8.56 A 8.71 A 0.15 NO 8.56 A 8.71 A 0.15 NOProposed Project Driveway #2

Build Out Year with

CP without P

Build Out Year with

CP with P





Build Out Year

without CP with P






IntersectionBuild Out Year without

CP without P



44 Traffic Study

11. Interstate 15 Ramp Intersection Queuing Analysis

In order to provide guidelines for future intersection improvements, KOA Corporation performed an

analysis to calculate the design queue length (calculated to accommodate the 95th percentile queue

lengths) for the following key intersections in the project vicinity:

Interstate 15 Westbound Ramps at Afton Road

Interstate 15 Eastbound Ramps at Afton Road

The queuing analysis was performed for the two intersections that feed into the Interstate 15 freeway,

in each of the scenarios addressed below. The two intersections with the Interstate 15 Ramps are

currently unsignalized.

The back of queue is the distance per lane that is queued depending on arrival patterns of vehicles and

vehicles that do not clear the intersection during a given green phase. The queue values produced by

this estimation procedure may be higher than those from other procedures, especially at high degrees of

saturation or high percentiles. The results were reported in terms of distance of queue by lane group.

A length of 25 feet per car length was used as a default and can be used as a reference to calculate the

number of cars involved in the queue.

This model for predicting queue lengths is described in the HCM 2010. The results are found within the

PTV Vistro reports included in the appendices following this report. The 95th-percentile queue is

defined to be the queue length (in feet) that has only a 5-percent probability of being exceeded during

the analysis time period. It is a useful parameter for determining the appropriate length of turn pockets,

but it is not typical of what an average driver would experience.

Opening Year (2018) Queuing Analysis

Back of queue calculations were performed for the two intersections using the Opening Year (2018)

forecast volumes. Tables 11.1 and 11.2 show the results of the queue analysis performed at the key

intersections with the cumulative project, as well as with and without the project.

Interstate 15 Ramp Intersection Queueing Analysis

Proposed Truck Stop Project

Baker, California

45 Traffic Study

Table 11.1 – Opening Year (2018) Queue Analysis Without Project

Intersection NB SB EB WB

Friday Peak Hour (Design Queue Length - feet)

L T R L T R L T R L T R

Interstate 15 Westbound Ramps 13.42 13.42 x x 0.00 0.00 x x x 25.68 25.68 25.68

Interstate 15 Eastbound Ramps x 0.00 0.00 9.15 9.15 x 37.24 37.24 37.24 x x x

Sunday Peak Hour (Design Queue Length - feet)




Note: x = queue does not exist for that movement

Table 11.2 – Opening Year (2018) Queue Analysis With Project











Build Out Year (2040) Queuing Analysis

Back of queue calculations were performed for the unsignalized study intersections using the Build Out

Year (2040) forecast volumes. Tables 11.3 and 11.4 show the results of the queue analysis performed at

the key intersections with the cumulative project, as well as with and without the project.

Interstate 15 Ramp Intersection Queueing Analysis


Baker, California

46 Traffic Study

Table 11.3 - Build Out Year (2040) Queue Analysis Without Project











Table 11.4 – Build Out Year (2040) Queue Analysis With Project











In the build-out conditions, queue lengths for both westbound and eastbound ramps of Interstate 15 can

be accommodated, since the ramps at these locations are both relatively long.

Design queue length calculations are provided in Appendix G of this report.



47 Traffic Study

12. Mitigation and Project Recommendations

Mitigation measures are required if approval and construction of the project will result in or significantly

increase unacceptable traffic conditions. They are also appropriate if cumulative traffic conditions of

approved projects will result in an unsatisfactory level-of-service and the proposed development

contributes to these conditions significantly.

For both the Opening Year (2018) and the Build Out Year (2040), the intersection between the

Interstate 15 eastbound ramps and Afton Road has a delay greater than 45 seconds during the Sunday

Peak Hour, which is the threshold set by the County of San Bernardino. Two options were provided

regarding mitigation:

Installation of a traffic signal

Implementation of a roundabout

These mitigation options meet the satisfaction of Caltrans standards, however will be determined

through a review under the I.C.E. Policy. Tables 12.1 and 12.2 below show the levels of service for these

impacted intersections when either of the above mitigations are implemented.

Table 12.1 - Level-of-Service Analysis of Mitigation for Opening Year (2018) Conditions

Intersection Without Project With Project Signalized Roundabout Impact?


Interstate 15 Eastbound Ramps 15.40 C 19.69 C 19.27 B 6.40 A NO


Interstate 15 Eastbound Ramps 26.99 D 68.27 F 19.48 B 7.65 A NO

As shown in Table 12.1, the intersections of Interstate 15 Westbound and Eastbound Ramps at Afton

Road will operate at an acceptable level of service if either of the proposed improvements are provided.

Table 12.2 - Level-of-Service Analysis of Mitigation for Build Out Year (2040) Conditions

Intersection Without Project With Project Signalized Roundabout Impact?


Interstate 15 Eastbound Ramps 15.63 C 20.12 C 19.41 B 6.47 A NO


Interstate 15 Eastbound Ramps 39.37 E 129.22 F 20.72 C 8.33 A NO

As shown in Table 12.2, all the intersections will operate at acceptable levels of service if either of the

proposed improvements are provided.

Appendix H contains the analysis reports for the mitigations.



48 Traffic Study

13. Interstate 15 Ramps Signal Warrant Analysis

The purpose of this analysis is to explore and determine the possibility of installing a traffic signal at both

Interstate 15 on/off ramps at Afton Road (westbound and eastbound). Consideration of traffic signal

controls will be based on the guidelines and recommendations found in the latest version of the Manual

on Uniform Traffic Control Devices.

In order to determine if the proposed traffic signals are justified, a traffic signal warrant number 3, Peak

Hour Warrant was applied. Table 13.1 shows the results of the analysis. The intersections were

analyzed as a two-way stop with existing geometric configurations for Opening Year (2018) and Build

Out Year (2040). Refer to Figure 3.1, which shows the lane configurations.

Table 13.1 – 1nterstate 15 Ramps Signal Warrant Results

Intersection

Friday Peak Hour Sunday Peak Hour

Peak Hour Signal Warrant Met Peak Hour Signal Warrant Met

Yes No Yes No


Opening Year (2018) X X

Build Out Year (2040) X X


Opening Year (2018) X X

Build Out Year (2040) X X

Note: Delay based on seconds per vehicle average. LOS = Level of Service

As shown in Table 13.1, the both intersections at Afton Road meet signal warrants for the Sunday Peak

Hour during the Build Out Year (2040). All other scenarios do not meet the warrant requirements.

Appendix I contains the Opening Year (2018) and Build Out Year (2040) signal warrant printouts.



49 Traffic Study

14. Cost Estimates and Cost Sharing

Improvements are required to accommodate forecast future traffic at several study intersections where

the project must construct improvements that may benefit other projects and at other locations where

the project does not solely cause the impact but contributes to the impact caused by cumulative traffic

growth.

The fair share is calculated by comparing the relative amount of traffic increase at the location for the

proposed project with the traffic increase indicated in the analysis. This number is compared to the

cost of mitigation to provide a fair share. These calculations are shown below:

Build Out Year (2040) Intersection Improvement Costs

Improvements are required to accommodate forecast Build Out Year (2040) traffic at two of the study

intersections for the Build Out Year (2040), where the project contributes significantly to the impact

caused by cumulative traffic growth. Below is a discussion of the mitigation measure needed at the

intersections:

Interstate 15 Westbound/Eastbound Ramps at Afton Road

Signalization: $400,000 per intersection

OR

Roundabout: $150,000 per intersection

Tables 14.1 and 14.2 show the fair share for both mitigation options. This represents the project’s fair

share towards funding of improvements to meet long-term future traffic demands.

Table 14.1 – Build Out Year (2040) Fair Share Cost – Signalized Intersections

Intersection Total Cost

- Signalized

Existing

Year

(2016)

Build

Out

Year

(2040)

with

Project

Difference Project % Total Fair

Share Cost

Interstate 15 Westbound Ramps $400,000.00 122 1154 1032 193 18.70% $74,806.20

Interstate 15 Eastbound Ramps $400,000.00 104 789 685 241 35.18% $140,729.93

TOTAL $800,000.00 $215,536.13

Sunday Peak Hour (worst case scenario)

The proposed projects fair share improvements for the Build Out Year (2040) for the installation of

signals at both ramps is $215,536.13.

Cost Estimates and Cost Sharing


Baker, California

50 Traffic Study

Table 14.2 – Build Out Year (2040) Fair Share Cost – Roundabouts

Intersection Total Cost -

Roundabout

Existing

Year

(2016)

Build

Out

Year

(2040)

with

Project

Difference Project %

Total Fair

Share

Cost

Interstate 15 Westbound Ramps $150,000.00 122 1154 1032 193 18.70% $28,052.33

Interstate 15 Eastbound Ramps $150,000.00 104 789 685 241 35.18% $52,773.72

TOTAL $300,000.00 $80,826.05

Sunday Peak Hour (worst case scenario)

The proposed projects fair share improvements for the Build Out Year (2040) for the installation of

roundabouts are estimated to cost $80,826.05.



51 Traffic Study

14. Project Access and Internal Circulation

The project takes access to the roadway system at two locations, both of which are along Afton Road,

just south of Interstate 15. Both driveways along Afton Road provide adequate width for one inbound

and one outbound lane (left and right turn lane).

Traffic counts were taken at the nearby intersection of Afton Road and 20866 County Road to account

for traffic going to and from the project site. These existing counts were used to determine if there is

need for signalization. Since volumes are low, the accepted traffic signal warrants are not met for either

site entrance along Afton Road.

The project site plan was briefly reviewed for internal circulation. All parking areas comply with

accepted design standards for stall and aisle width. Also, all parking stalls are accessible. We have no

major concerns over the existing site plan.

The proposed project will be submitted to the County of San Bernardino, who will review the plan for

compliance with applicable County standards. We anticipate that any minor internal circulation or

parking issues will be addressed in conjunction with this review.



52 Traffic Study

15. Conclusions

Hapy Highway, Inc. is providing engineering services for a property on the southwest side of Afton Road,

southeast of Interstate 15 in the unincorporated area in the County of San Bernardino. The proposed

project will add a one story truck stop building (7,000 square feet) for retail services to include an office,

fast food restaurant and a retail/lounge area, a one story auto repair building with two bays (2,950

square feet), an auto fuel canopy with 12 fueling stations (5,376 square feet), and a truck fueling canopy

with 8 fueling stations (1,800 square feet).

Mitigation measures are required if approval and construction of the project will result in or significantly

increase unacceptable traffic conditions. These conditions occur at two intersections in the project

study area due to traffic from cumulative project and further development growth. A description of the

necessary improvements can be found in the Mitigation and Project Recommendation Section of the

report.

KOA Corporation recommends that the County San Bernardino find that the traffic impact of the

project has no adverse effect on the surrounding street system as long as all of the recommended

mitigation measures or suitable alternative measures are incorporated in the future.

APPENDIX A

Traffic Count Data (2016)

DATE: LOCATION: PROJECT #: SC1609Sun, Aug 28, 16 NORTH & SOUTH: LOCATION #: 1

EAST & WEST: CONTROL: STOP W

NOTES: AM ▲PM NMD ◄ W E ►

OTHER SOTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES: 0 1 X X 1 0 X X X 0 1 0 X X X X

12:00 PM 0 0 0 0 0 3 0 0 0 1 1 2 7 0 0 0 0 012:15 PM 1 2 0 0 0 3 0 0 0 0 4 4 14 0 0 0 0 012:30 PM 0 0 0 0 0 3 0 0 0 0 3 2 8 0 0 0 0 012:45 PM 0 0 0 0 1 2 0 0 0 0 2 2 7 0 0 0 0 01:00 PM 0 0 0 0 0 4 0 0 0 0 5 3 12 0 0 0 0 01:15 PM 0 0 0 0 0 3 0 0 0 0 3 3 9 0 0 0 0 01:30 PM 0 1 0 0 0 1 0 0 0 0 2 0 4 0 0 0 0 01:45 PM 0 0 0 0 1 2 0 0 0 0 4 2 9 0 0 0 0 02:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

VOLUMES 1 3 0 0 2 21 0 0 0 1 24 18 70 0 0 0 0 0APPROACH % 25% 75% 0% 0% 9% 91% 0% 0% 0% 2% 56% 42%APP/DEPART 4 / 21 23 / 3 0 / 0 43 / 46 0 BEGIN PEAK HRVOLUMES 1 2 0 0 1 12 0 0 0 0 14 11 41 APPROACH % 33% 67% 0% 0% 8% 92% 0% 0% 0% 0% 56% 44%PEAK HR FACTOR 0.250 0.813 0.000 0.781 0.732 APP/DEPART 3 / 13 13 / 1 0 / 0 25 / 27 0



Afton

NORTH SIDE

I-15 WB Ramp WEST SIDE EAST SIDE I-15 WB Ramp

SOUTH SIDE

Afton

U-TURNSAfton Afton I-15 WB Ramp I-15 WB Ramp

INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

BakerAftonI-15 WB Ramp

AM

12:15 PM

PM

3:00 PM

Add U-Turns to Left Turns


EAST & WEST: CONTROL: STOP E


OTHER SOTHER ▼


NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES: X 1 0 0 1 X 0 1 0 X X X X X X X





Afton

NORTH SIDE

I-15 EB Ramp WEST SIDE EAST SIDE I-15 EB Ramp

SOUTH SIDE

Afton

U-TURNSAfton Afton I-15 EB Ramp I-15 EB Ramp


BakerAftonI-15 EB Ramp

AM

12:15 PM

PM

3:00 PM



EAST & WEST: CONTROL: SIGNAL


OTHER SOTHER ▼


NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES: 0 1 X X 1 0 0.5 X 0.5 X X X X X X X





Afton

NORTH SIDE

20866 County WEST SIDE EAST SIDE 20866 County

SOUTH SIDE

Afton

AM

12:00 PM

PM

3:00 PM


BakerAfton20866 County

U-TURNSAfton Afton 20866 County 20866 County


DATE: LOCATION: PROJECT #: SC1609Fri, Aug 26, 16 NORTH & SOUTH: LOCATION #: 1

EAST & WEST: CONTROL: STOP W


OTHER SOTHER ▼


NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES: 0 1 X X 1 0 X X X 0 1 0 X X X X





Afton

NORTH SIDE

I-15 WB Ramp WEST SIDE EAST SIDE I-15 WB Ramp

SOUTH SIDE

Afton

U-TURNSAfton Afton I-15 WB Ramp I-15 WB Ramp


BakerAftonI-15 WB Ramp

AM

2:00 PM

PM

3:00 PM



EAST & WEST: CONTROL: STOP E


OTHER SOTHER ▼


NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES: X 1 0 0 1 X 0 1 0 X X X X X X X





Afton

NORTH SIDE

I-15 EB Ramp WEST SIDE EAST SIDE I-15 EB Ramp

SOUTH SIDE

Afton

U-TURNSAfton Afton I-15 EB Ramp I-15 EB Ramp


BakerAftonI-15 EB Ramp

AM

2:00 PM

PM

3:00 PM



EAST & WEST: CONTROL: SIGNAL


OTHER SOTHER ▼


NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES: 0 1 X X 1 0 0.5 X 0.5 X X X X X X X





Afton

NORTH SIDE

20866 County WEST SIDE EAST SIDE 20866 County

SOUTH SIDE

Afton

U-TURNSAfton Afton 20866 County 20866 County


BakerAfton20866 County

AM

2:45 PM

PM

3:00 PM


APPENDIX B

Intersection Level of Service Worksheets

Existing Conditions (August 2016)

Existing (2016) FridayVersion 4.00-03

Generated with

0.021Volume to Capacity (v/c):

ALevel Of Service:

9.3Delay (sec / veh):

15 minutesAnalysis Period:

HCM 2010Analysis Method:

Two-way stopControl Type:

Intersection 1: Afton Road / I-15 WB Ramp

Intersection Level Of Service Report

NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]

000000000000No. of Lanes in Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]

RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement

Lane Configuration

WestboundEastboundSouthboundNorthboundApproach

Name

Intersection Setup

0000Pedestrian Volume [ped/h]

141800001510084Total Analysis Volume [veh/h]

440000400021Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

0.78100.78100.78101.00001.00001.00000.81300.81301.00001.00000.25000.2500Peak Hour Factor

111400001210021Total Hourly Volume [veh/h]

000000000000Other Volume [veh/h]

000000000000Existing Site Adjustment Volume [veh/h]

000000000000Pass-by Trips [veh/h]

000000000000Diverted Trips [veh/h]

000000000000Site-Generated Trips [veh/h]

000000000000In-Process Volume [veh/h]

1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor

111400001210021Base Volume Input [veh/h]

Name

Volumes

TIA for Baker Truck Stop1KOA Corporation


Generated with

AIntersection LOS

5.26d_I, Intersection Delay [s/veh]

AAAAApproach LOS

8.960.000.002.42d_A, Approach Delay [s/veh]

2.642.642.640.000.000.000.000.000.000.000.570.5795th-Percentile Queue Length [ft]

0.110.110.110.000.000.000.000.000.000.000.020.0295th-Percentile Queue Length [veh]

AAAAAAAMovement LOS

8.499.338.790.000.000.000.000.000.000.000.007.25d_M, Delay for Movement [s/veh]

0.010.020.000.000.000.000.000.000.000.000.000.00V/C, Movement V/C Ratio

Movement, Approach, & Intersection Results

0000Number of Storage Spaces in Median

NoTwo-Stage Gap Acceptance

0000Storage Area [veh]

NoFlared Lane

StopStopFreeFreePriority Scheme

Intersection Settings



Generated with


ALevel Of Service:





Intersection 2: Afton Road / I-15 EB Ramp


NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





1.00001.00001.00000.56300.56300.56301.00000.25000.25000.50000.50001.0000Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAAApproach LOS




AAAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:





Intersection 3: Afton Road / Project Driveway 1


NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]

RightLeftRightThruThruLeftTurning Movement

Lane Configuration

EastboundSouthboundNorthboundApproach

Name

Intersection Setup




1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00000.50000.50000.75000.7500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate

2.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor


Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS

8.440.000.00d_A, Approach Delay [s/veh]

0.000.000.000.000.000.0095th-Percentile Queue Length [ft]

0.000.000.000.000.000.0095th-Percentile Queue Length [veh]

AAAAAAMovement LOS

8.338.550.000.000.007.23d_M, Delay for Movement [s/veh]

0.000.000.000.000.000.00V/C, Movement V/C Ratio





NoFlared Lane

StopFreeFreePriority Scheme




Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





1.00001.00000.50000.50000.75000.7500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane




Existing (2016) SundayVersion 4.00-03

Generated with


ALevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.75000.75000.75001.00001.00001.00000.86800.86801.00001.00000.63200.6320Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAAApproach LOS




AAAAAAAMovement LOS







NoFlared Lane





Generated with


BLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





1.00001.00001.00000.64300.64300.64301.00000.73400.73400.37500.37501.0000Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

BIntersection LOS


AAAAApproach LOS




ABAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.50000.50000.58300.58300.50000.5000Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.50000.50000.58300.58300.50000.5000Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane




APPENDIX C

Cumulative Project Information

APPENDIX D

Intersection Level-of- Service Worksheets

Opening Year (2018) Conditions

Opening Year (2018) w/o CP w/o PVersion 4.00-03

Generated with


ALevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95001.00001.00001.00000.95000.95001.00001.00000.95000.9500Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAAApproach LOS




AAAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





1.00001.00001.00000.95000.95000.95001.00000.95000.95000.95000.95001.0000Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAAApproach LOS




AAAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane




Opening Year (2018) Friday w/ CP w/o PVersion 4.00-03

Generated with


BLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95001.00001.00001.00000.95000.95001.00001.00000.95000.9500Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

BIntersection LOS


BAAAApproach LOS




BBBAAAAMovement LOS







NoFlared Lane





Generated with


CLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





1.00001.00001.00000.95000.95000.95001.00000.95000.95000.95000.95001.0000Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

CIntersection LOS


ABAAApproach LOS




BCBAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane




Opening Year (2018) w/o CP w/ PVersion 4.00-03

Generated with


ALevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95001.00001.00001.00000.95000.95001.00001.00000.95000.9500Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAAApproach LOS




AAAAAAAMovement LOS







NoFlared Lane





Generated with


BLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





1.00001.00001.00000.95000.95000.95001.00000.95000.95000.95000.95001.0000Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

BIntersection LOS


AAAAApproach LOS




ABAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane




Opening Year (2018) Friday w/ CP w/ PVersion 4.00-03

Generated with


CLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95001.00001.00001.00000.95000.95001.00001.00000.95000.9500Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

CIntersection LOS


BAAAApproach LOS




BCBAAAAMovement LOS







NoFlared Lane





Generated with


CLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





1.00001.00001.00000.95000.95000.95001.00000.95000.95000.95000.95001.0000Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

CIntersection LOS


ACAAApproach LOS




BCCAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95001.00001.00001.00000.95000.95001.00001.00000.95000.9500Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAAApproach LOS




AAAAAAAMovement LOS







NoFlared Lane





Generated with


BLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





1.00001.00001.00000.95000.95000.95001.00000.95000.95000.95000.95001.0000Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

BIntersection LOS


AAAAApproach LOS




ABAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane




Opening Year (2018) Sunday w/ CP w/o PVersion 4.00-03

Generated with


CLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95001.00001.00001.00000.95000.95001.00001.00000.95000.9500Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

CIntersection LOS


BAAAApproach LOS




BCCAAAAMovement LOS







NoFlared Lane





Generated with


DLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





1.00001.00001.00000.95000.95000.95001.00000.95000.95000.95000.95001.0000Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

DIntersection LOS


ADAAApproach LOS




CDDAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane





Generated with


BLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95001.00001.00001.00000.95000.95001.00001.00000.95000.9500Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

BIntersection LOS


BAAAApproach LOS




ABBAAAAMovement LOS







NoFlared Lane





Generated with


BLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





1.00001.00001.00000.95000.95000.95001.00000.95000.95000.95000.95001.0000Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

BIntersection LOS


ABAAApproach LOS




ABBAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane




Opening Year (2018) Sunday w/ CP w/ PVersion 4.00-03

Generated with


DLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95001.00001.00001.00000.95000.95001.00001.00000.95000.9500Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

DIntersection LOS


DAAAApproach LOS




CDDAAAAMovement LOS







NoFlared Lane





Generated with


FLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





1.00001.00001.00000.95000.95000.95001.00000.95000.95000.95000.95001.0000Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

FIntersection LOS


AFAAApproach LOS




FFFAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane




Build Out Year (2040) Conditions

APPENDIX E

Intersection Level- of- Service Worksheets

Build Out (2040) w/o CP w/o PVersion 4.00-03

Generated with


ALevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95001.00001.00001.00000.95000.95001.00001.00000.95000.9500Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAAApproach LOS




AAAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





1.00001.00001.00000.95000.95000.95001.00000.95000.95000.95000.95001.0000Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAAApproach LOS




AAAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane




Build Out Year (2040) Friday w/ CP w/o PVersion 4.00-03

Generated with


CLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95001.00001.00001.00000.95000.95001.00001.00000.95000.9500Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

CIntersection LOS


BAAAApproach LOS




BCBAAAAMovement LOS







NoFlared Lane





Generated with


CLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





1.00001.00001.00000.95000.95000.95001.00000.95000.95000.95000.95001.0000Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

CIntersection LOS


ABAAApproach LOS




BCCAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane




Build Out (2040) w/o CP w/ PVersion 4.00-03

Generated with


ALevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95001.00001.00001.00000.95000.95001.00001.00000.95000.9500Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAAApproach LOS




AAAAAAAMovement LOS







NoFlared Lane





Generated with


BLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





1.00001.00001.00000.95000.95000.95001.00000.95000.95000.95000.95001.0000Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

BIntersection LOS


AAAAApproach LOS




ABAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane




Build Out Year (2040) Friday w/ CP w/ PVersion 4.00-03

Generated with


CLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95001.00001.00001.00000.95000.95001.00001.00000.95000.9500Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

CIntersection LOS


BAAAApproach LOS




BCCAAAAMovement LOS







NoFlared Lane





Generated with


CLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





1.00001.00001.00000.95000.95000.95001.00000.95000.95000.95000.95001.0000Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

CIntersection LOS


ACAAApproach LOS




BCCAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane




Build Out (2040) without CP without PVersion 4.00-03

Generated with


BLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95001.00001.00001.00000.95000.95001.00001.00000.95000.9500Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

BIntersection LOS


AAAAApproach LOS




ABAAAAAMovement LOS







NoFlared Lane





Generated with


BLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





1.00001.00001.00000.95000.95000.95001.00000.95000.95000.95000.95001.0000Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

BIntersection LOS


ABAAApproach LOS




ABBAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane




Build Out Year (2040) w/ CP w/o PVersion 4.00-03

Generated with


CLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95001.00001.00001.00000.95000.95001.00001.00000.95000.9500Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

CIntersection LOS


BAAAApproach LOS




BCCAAAAMovement LOS







NoFlared Lane





Generated with


ELevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





1.00001.00001.00000.95000.95000.95001.00000.95000.95000.95000.95001.0000Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

EIntersection LOS


AEAAApproach LOS




DEEAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane




Build Out (2040) without CP with PVersion 4.00-03

Generated with


BLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95001.00001.00001.00000.95000.95001.00001.00000.95000.9500Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

BIntersection LOS


BAAAApproach LOS




BBBAAAAMovement LOS







NoFlared Lane





Generated with


BLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





1.00001.00001.00000.95000.95000.95001.00000.95000.95000.95000.95001.0000Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

BIntersection LOS


ABAAApproach LOS




BBBAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane




Build Out Year (2040) w/ CP w/ PVersion 4.00-03

Generated with


ELevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95001.00001.00001.00000.95000.95001.00001.00000.95000.9500Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

EIntersection LOS


DAAAApproach LOS




DEEAAAAMovement LOS







NoFlared Lane





Generated with


FLevel Of Service:







NoNoNoNoCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





1.00001.00001.00000.95000.95000.95001.00000.95000.95000.95000.95001.0000Peak Hour Factor








1.001.001.001.001.001.001.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

FIntersection LOS


AFAAApproach LOS




FFFAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane





Generated with


ALevel Of Service:







NoNoNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

100.00100.00100.00100.00100.00100.00Pocket Length [ft]


12.0012.0012.0012.0012.0012.00Lane Width [ft]


Lane Configuration


Name

Intersection Setup





0.95000.95000.95000.95000.95000.9500Peak Hour Factor








1.001.001.001.001.001.00Growth Rate




Name

Volumes



Generated with

AIntersection LOS


AAAApproach LOS




AAAAAAMovement LOS







NoFlared Lane




APPENDIX F

Trip Generation Data

Flying J Travel Plaza2611 Fisher Blvd, Barstow, CA

Thursday, May 01, 2008

Time In Out In Out In Out In Out Time In Out In Out In Out In Out7:00 0 0 0 0 0 0 21 23 16:00 0 0 0 0 1 0 20 177:15 1 1 0 0 1 0 10 12 16:15 0 0 0 0 1 0 16 187:30 0 0 0 1 0 1 11 20 16:30 0 0 0 0 0 1 14 147:45 0 0 0 1 0 0 8 14 16:45 0 0 0 0 0 0 10 188:00 0 0 0 0 0 1 10 16 17:00 1 0 0 0 0 1 22 148:15 1 1 0 0 0 0 13 17 17:15 0 0 0 0 0 0 28 218:30 0 0 0 0 0 0 18 16 17:30 0 0 0 0 0 0 16 188:45 0 0 0 0 0 0 17 16 17:45 0 0 0 0 1 0 20 12Total 2 2 0 2 1 2 108 134 Total 1 0 0 0 3 2 146 132



AM PMDriveway In Out In Out In Out In Out Driveway In Out In Out In Out In Out

1 2 2 0 2 1 2 108 134 1 1 0 0 0 3 2 146 1322 53 54 8 13 3 1 0 2 2 118 119 16 15 3 1 0 13 21 5 0 0 0 0 0 0 3 28 33 3 4 0 1 0 0

Sub-Total 76 61 8 15 4 3 108 136 Sub-Total 147 152 19 19 6 4 146 133Flying Total Total

acres 15square feet 653.4 per 1000 sqft

1 acre = 43560 square feet

Total In Out Total In OutAutos 0.21 0.12 0.09 0.46 0.22 0.23Trucks (2 axle) 0.04 0.01 0.02 0.06 0.03 0.03Trucks (3 axle) 0.01 0.01 0.00 0.02 0.01 0.01Trucks (4 axle) 0.37 0.17 0.21 0.43 0.22 0.20Total Trucks 0.42 0.18 0.24 0.50 0.26 0.24Total 0.63 0.30 0.33 0.96 0.49 0.47

Flying JAM Peak Hour PM Peak Hour

3 Axle Vehicles4+ Axle Trucks

4+ Axle Trucks

Passenger Vehicles

Large 2 Axle Vehicles

3 Axle Vehicles

Flying J Driveway Totals

4+ Axle Trucks

Passenger Vehicles


3 Axle Vehicles

137 23 7 244

Passenger VehiclesLarge 2 Axle

Vehicles


Vehicles 3 Axle Vehicles4+ Axle Trucks

Passenger Vehicles

Driveway 1

4+ Axle Trucks


3 Axle Vehicles

4+ Axle Trucks




3 Axle Vehicles

Driveway 3

299 38 10 279

Driveway 2

4+ Axle Trucks


Vehicles 3 Axle Vehicles

Passenger Vehicles

Pilot Travel Center 2591 Commerce Parkway Barstow, CA






1 22 1 0 0 1 0 1 0 1 59 8 3 2 0 0 0 02 19 47 1 2 1 1 0 0 2 18 90 1 1 0 0 0 03 0 0 1 1 1 1 58 59 3 0 0 0 0 1 2 35 40

Total 41 48 2 3 3 2 59 59 Total 77 98 4 3 1 2 35 40Sum Sum

1 acre = 43560 square feet acres 3.8square feet 165.528 per 1000


89 5 75

4+ Axle Trucks

175 7 35 118

Pilot Driveway Totals

Passenger Vehicles

Large 2 Axle Vehicles 3 Axle Vehicles

4+ Axle TrucksPassenger Vehicles


4+ Axle Trucks

Passenger Vehicles

4+ Axle Trucks 3 Axle Vehicles

4+ Axle Trucks


Driveway 1

3 Axle Vehicles

Driveway 2



4+ Axle Trucks

Passenger VehiclesPassenger Vehicles

Large 2 Axle Vehicles 3 Axle VehiclesPassenger Vehicles


PilotAM Peak Hour PM Peak Hour

4+ Axle Trucks

Driveway 3



Passenger Vehicles

Pilot Travel Center 8701 US Hwy 395, Oak Hills, CA







1 186 207 10 13 9 10 42 42 1 250 253 12 14 5 3 51 212 14 20 2 0 6 7 91 135 2 23 16 3 4 4 6 89 873 13 7 0 1 2 1 7 18 3 9 11 0 1 1 1 6 84 1 0 0 0 0 0 3 2 4 3 0 0 0 0 0 1 2

Total 214 234 12 14 17 18 143 197 Total 285 280 15 19 10 10 147 118sum sum

acres 22.831 acre = 43560 square feet square feet 994.4748 per 1000


265448 26 35 340 565 34 20

Oak Hills Trip Generation

Passenger Vehicles


3 Axle Vehicles 4+ Axle TrucksPassenger Vehicles


4+ Axle Trucks

Passenger Vehicles

4+ Axle Trucks4+ Axle Trucks

Passenger Vehicles


3 Axle Vehicles

Passenger Vehicles



3 Axle Vehicles

3 Axle Vehicles 4+ Axle Trucks



3 Axle Vehicles

Driveway 1

4+ Axle Trucks

Driveway 2

4+ Axle TrucksPassenger VehiclesLarge 2 Axle


4+ Axle Trucks

Passenger Vehicles 4+ Axle Trucks

Driveway 3

Passenger Vehicles

Oak HillsAM Peak Hour PM Peak Hour

Passenger Vehicles


3 Axle Vehicles

Driveway 4


Vehicles 3 Axle Vehicles


Autos 0.21 0.12 0.09 0.46 0.22 0.23

Trucks (2 axle) 0.04 0.01 0.02 0.06 0.03 0.03

Trucks (3 axle) 0.01 0.01 0.00 0.02 0.01 0.01

Trucks (4 axle) 0.37 0.17 0.21 0.43 0.22 0.20

Total Trucks 0.42 0.18 0.24 0.50 0.26 0.24

Total 0.63 0.30 0.33 0.96 0.49 0.47


Autos 0.54 0.25 0.29 1.06 0.47 0.59

Trucks (2 axle) 0.03 0.01 0.02 0.04 0.02 0.02

Trucks (3 axle) 0.03 0.02 0.01 0.02 0.01 0.01

Trucks (4 axle) 0.71 0.36 0.36 0.45 0.21 0.24

Total Trucks 0.77 0.39 0.39 0.51 0.24 0.27

Total 1.31 0.63 0.68 1.57 0.71 0.86


Autos 0.45 0.22 0.24 0.57 0.29 0.28

Trucks (2 axle) 0.03 0.01 0.01 0.03 0.02 0.02

Trucks (3 axle) 0.04 0.02 0.02 0.02 0.01 0.01

Trucks (4 axle) 0.34 0.14 0.20 0.27 0.15 0.12

Total Trucks 0.40 0.17 0.23 0.32 0.17 0.15

Total 0.85 0.39 0.47 0.89 0.46 0.43

Total IN OUT Total IN OUT

Autos 0.40 0.19 0.21 0.69 0.33 0.37 Trucks (2 axle) 0.03 0.01 0.02 0.04 0.02 0.02

Trucks (3 axle) 0.03 0.01 0.01 0.02 0.01 0.01

Trucks (4 axle) 0.48 0.22 0.25 0.38 0.19 0.19

Total Trucks 0.53 0.25 0.28 0.44 0.23 0.22 Total 0.93 0.44 0.49 1.14 0.55 0.59

Truck Stop

123,424 sf

Project sq.ft 123.424

Averages


Autos 49 24 25 86 40 46 Trucks (2 axle) 4 1 2 6 3 3 Trucks (3 axle) 3 2 1 2 1 1 Trucks (4 axle) 59 28 31 47 24 23 Total Trucks 66 31 35 55 28 27 Total 115 55 61 141 68 73

*****Daily will be10 times the PM

PM Peak Hour

PM Peak Hour

3 Site Trip Generation (Average)

Pilot

Flying J

Oak Hills

AM Peak Hour

PM Peak HourAM Peak Hour

AM Peak Hour

AM Peak Hour PM Peak Hour

Truck Stop Trip Generation


Averages

per 1000 sf

Project sq.ft 123.424 per 1000

Averages


Autos 49 24 25 86 40 46 Trucks (2 axle) 4 2 2 6 3 3 Trucks (3 axle) 3 2 1 2 1 1 Trucks (4 axle) 59.0 28.0 31.0 47 24 23 Total Trucks 66 32 34 55 28 27 Total 115 56 59 141 68 73


Autos 49 24 25 86 40 46

Trucks (2 ax - 1.5 PCE) 6 3 3 9 5 5

Trucks (3 ax - 2.0 PCE) 6 4 2 4 2 2

Trucks (4 ax - 3.0 PCE) 177 84 93 141 72 69

Total Trucks 189 91 98 154 79 76

Total 238 115 123 240 119 122

Daily 2400

Type

New Trip Rates for our Project, Modified for PCEs



*****Daily will be10 times the PM

Rounding adjustment

APPENDIX G

Queuing Analysis